WO2018214477A1 - 一种预制装配式双钢管混凝土剪力墙及其装配方法 - Google Patents

一种预制装配式双钢管混凝土剪力墙及其装配方法 Download PDF

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WO2018214477A1
WO2018214477A1 PCT/CN2017/115600 CN2017115600W WO2018214477A1 WO 2018214477 A1 WO2018214477 A1 WO 2018214477A1 CN 2017115600 W CN2017115600 W CN 2017115600W WO 2018214477 A1 WO2018214477 A1 WO 2018214477A1
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concrete
steel pipe
wall
tube
prefabricated
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French (fr)
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周靖
方小丹
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South China University of Technology SCUT
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South China University of Technology SCUT
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
    • E04B2/562—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with fillings between the load-bearing elongated members
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/56—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members
    • E04B2/58—Load-bearing walls of framework or pillarwork; Walls incorporating load-bearing elongated members with elongated members of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements

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  • the invention relates to the technical field of prefabricated concrete structures in structural engineering, in particular to a prefabricated double steel tube concrete shear wall and an assembly method thereof.
  • Seam joint technology is the key technology to ensure the integrity and seismic performance of prefabricated concrete structures.
  • the traditional prefabricated shear wall or prefabricated concrete-filled steel tubular shear wall horizontal joints mainly adopt the vertical steel bar sleeve grouting or slurry anchor lap joint.
  • the vertical steel bar connection structure is complex, the construction process requirements are high, and the assembly quality is high. The control is difficult, the construction period is long, the cost is high, and the advantages of the assembled shear wall structure cannot be fully utilized, and the height of the building is greatly restricted.
  • prefabricated CFST frame shear wall and its vertical steel bar connection method has been carried out in China, but there is no technical method to fundamentally change the prefabrication integrity and out-of-plane stability.
  • Prefabrication The seismic performance of the prefabricated CFST frame shear wall structure is subject to the horizontal joint connection technology.
  • the prefabrication rate of high-rise structures is an important indicator to measure the development level of China's building industrialization. It is urgent to develop and propose prefabricated shear walls that can adapt to high-rise and even super-high-rise structures.
  • the object of the present invention is to overcome the above disadvantages and deficiencies of the prior art, and to provide a prefabricated double-steel concrete shear wall and an assembly method thereof.
  • the utility model has the advantages of quick and reliable vertical connection, simple construction process, high horizontal shear bearing capacity, good integrity, high out-of-plane stability, good seismic performance, short construction period, and most components can be standardized.
  • a prefabricated double-steel concrete shear wall comprising the following components:
  • a steel mesh which is embedded in the concrete wall 4 and is composed of a tie-bar steel 9, a vertically distributed steel bar 7 and a horizontally distributed steel bar 8;
  • the upper and lower ends of the outer steel tube 3 partially protrude from the upper and lower portions of the concrete wall 4;
  • the inner steel pipe 3 is internally sleeved with an inner steel pipe 1; the inner steel pipe 1 is filled with a high-strength concrete column 2;
  • the outer steel pipe 3 and the portion of the inner steel pipe 1 that protrudes from the concrete wall 4 are radially penetrated and fixed by the transverse bolts 11 for preventing the relative movement between the two in the axial and circumferential directions.
  • the outer steel tube 3 has a plurality of roots arranged in rows and spaced apart from each other in the concrete wall 4.
  • the outer wall of the outer steel pipe 3 is distributed with a plurality of shear ring ribs 10 along the axial direction of the outer steel pipe 3.
  • a plurality of vertical reinforcing steel sleeves 6 are embedded in the lower portion of the concrete wall 4, and a plurality of vertical connecting reinforcing bars 5 are embedded in the upper portion.
  • the length of the outer steel pipe 3 and the inner steel pipe 1 extending from the concrete wall 4 is 80 mm to 120 mm.
  • the distance between each of the shear ring 10 is 500 mm to 1000 mm.
  • the assembly method of prefabricated double-tube concrete shear wall during construction is as follows:
  • the exposed portion of the outer steel pipe 3 at the lower part of the concrete wall 4 is embedded in the reinforced concrete foundation;
  • the vertical reinforcing steel sleeve 6 at the lower part of the concrete wall 4 of the second layer is docked with the vertical connecting steel bar 5 of the upper part of the concrete wall 4 of the first layer, that is, the vertical steel sleeve 6 is inserted into the vertical connecting steel bar 5, at this time
  • the outer steel pipe 3 and the inner steel pipe 1 are aligned, and then the joints thereof are welded, and the outer steel pipe 3 and the inner steel pipe 1 are extended from the portion of the concrete wall 4, and are radially penetrated and fixed by the transverse bolts 11 to prevent axial alignment between the two. Circumferential relative motion;
  • the prefabricated portion of the floor panel 12 is installed, and the prefabricated steel bars at the ends of the floor panel 12 are connected to the concrete wall 4;
  • the concrete is poured into the slurry layer to complete the cast-in-place portion of the floor 12, and the upper and lower concrete walls adjacent to the floor 12 are 4 Forming the whole; sequentially circulating to complete the whole prefabricated double-tube concrete shear wall.
  • the inner steel pipe 1 is filled with concrete, and so on.
  • the present invention has the following advantages and effects:
  • the components make the precast concrete shear wall module form a complete set on the high-strength concrete column of the steel pipe, thereby significantly improving the integrity of the precast concrete shear wall structure and the out-of-plane compression stability;
  • the continuous high-strength concrete column It has high resistance to compression, shear and bending, and can significantly improve the horizontal shear resistance and bending resistance of the horizontal joints of precast concrete shear walls; precast concrete due to improved integrity and compression stability
  • the shear wall has good seismic energy dissipation performance and redundant elastoplastic deformation ability, giving full play to the advantages of the concrete shear wall in the application of high-rise structures, improving the construction height of the prefabricated shear wall structure; using high-strength
  • FIG. 1 is a schematic cross-sectional view of a prefabricated double-steel concrete shear wall of the present invention.
  • FIG. 2 is a schematic cross-sectional view of the outer steel pipe 3 and the inner steel pipe 1.
  • FIG. 3 is a schematic cross-sectional view of the B-B of FIG. 1.
  • Figure 4 is a partially enlarged schematic view showing the connection of the inner and outer steel pipes between the upper and lower concrete walls 4; F represents the weld.
  • FIG. 5 is a schematic cross-sectional view of the C-C of FIG. 4.
  • the invention discloses a prefabricated double-tube concrete shear wall, comprising an outer steel pipe 3 embedded in a concrete wall 4 (precast concrete shear wall); a drawn steel bar embedded in the concrete wall 4, vertical a reinforcing mesh composed of a distributed reinforcing bar 7 and a horizontally distributed reinforcing bar 8;
  • the upper and lower ends of the outer steel tube 3 partially protrude from the upper and lower portions of the concrete wall 4;
  • the inner steel pipe 3 is internally sleeved with an inner steel pipe 1; the inner steel pipe 1 is filled with a high-strength concrete column 2;
  • the outer steel pipe 3 and the portion of the inner steel pipe 1 that protrudes from the concrete wall 4 are radially penetrated and fixed by the transverse bolts 11 for preventing the relative movement between the two in the axial and circumferential directions.
  • the outer steel tube 3 has a plurality of roots arranged in rows and spaced apart from each other in the concrete wall 4.
  • the outer wall of the outer steel pipe 3 is distributed with a plurality of shear ring ribs 10 along the axial direction of the outer steel pipe 3.
  • a plurality of vertical reinforcing steel sleeves 6 are embedded in the lower portion of the concrete wall 4, and a plurality of vertical connecting reinforcing bars 5 are embedded in the upper portion.
  • the length of the outer steel pipe 3 and the inner steel pipe 1 extending from the concrete wall 4 is 80 mm to 120 mm.
  • the distance between each of the shear ring 10 is 500 mm to 1000 mm.
  • the concrete column in the inner steel pipe 1 is poured on the construction site.
  • the outer steel pipes 3 are arranged at a pitch of 2 to 6 times their diameter.
  • the concrete shear wall of the outer outer steel pipe is prefabricated in the factory, transported to the site for splicing, and two steel meshes composed of vertically distributed steel bars 7 and horizontally distributed steel bars 8 are arranged in the wall, and two steel bars are pulled by the tie bars 9
  • a small number of vertically connected steel bars 5 are pre-buried, and a small number of vertically connected steel bars 6 are reserved in the lower part.
  • the grouting holes are reserved in the lower part of the wall, and the outer steel pipes 3 embedded in the concrete wall 4 are spaced every 500 mm to 1000 mm.
  • the outer steel pipe 3 embedded in the wall is prefabricated with the concrete wall 4, and the outer steel pipe 3 extends 80 mm to 120 mm from the upper and lower edges of the wall, and the transverse bolt 11 is reserved for the outer hole. 3 It is convenient for the concrete column of the inner steel pipe to pass through and have sufficient sliding space.
  • the assembly method of the prefabricated double-tube concrete shear wall of the invention during construction is as follows:
  • the exposed portion of the outer steel pipe 3 at the lower part of the concrete wall 4 is embedded in the reinforced concrete foundation;
  • the vertical reinforcing steel sleeve 6 at the lower part of the concrete wall 4 of the second layer is docked with the vertical connecting steel bar 5 of the upper part of the concrete wall 4 of the first layer, that is, the vertical steel sleeve 6 is inserted into the vertical connecting steel bar 5, at this time
  • the outer steel pipe 3 and the inner steel pipe 1 are aligned, and then the joints thereof are welded, and the outer steel pipe 3 and the inner steel pipe 1 are extended from the portion of the concrete wall 4, and are radially penetrated and fixed by the transverse bolts 11 to prevent axial alignment between the two. Circumferential relative motion;
  • the prefabricated portion of the floor panel 12 is installed, and the prefabricated steel bars at the ends of the floor panel 12 are connected to the concrete wall 4;
  • the concrete is poured into the slurry layer to complete the cast-in-place portion of the floor 12, and the upper and lower concrete walls adjacent to the floor 12 are 4 Forming the whole; sequentially circulating to complete the whole prefabricated double-tube concrete shear wall.
  • the inner steel pipe 1 is filled with concrete, and so on.
  • the present invention can be preferably implemented.

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  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
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Abstract

一种预制装配式双钢管混凝土剪力墙及其装配方法。预制装配式双钢管混凝土剪力墙包括埋设在混凝土墙（4）内的外钢管（3），埋设在混凝土墙（4）内的由拉结钢筋（9）、竖向分布钢筋（7）和水平分布钢筋（8）交织构成的钢筋网，外钢管（3）的上下端部分伸出混凝土墙（4）的上部和下部，外钢管（3）的内部套设有内钢管（1），内钢管（1）内部填充有高强混凝土柱（2），外钢管（3）与内钢管（1）伸出混凝土墙（4）的部分通过横向螺栓（11）径向贯穿固定，用于防止两者之间轴向和周向的相对运动。该双钢管混凝土剪力墙具有竖向连接快捷可靠、施工工艺简单、整体性好的优点。

Description

一种预制装配式双钢管混凝土剪力墙及其装配方法 技术领域
本发明涉及属于结构工程中预制装配式混凝土结构技术领域，尤其涉及一种预制装配式双钢管混凝土剪力墙及其装配方法。
背景技术
接缝连接技术是保证预制装配式混凝土结构整体性和抗震性能的关键技术。传统预制装配式剪力墙或预制装配式钢管混凝土剪力墙水平接缝主要采用竖向钢筋的套筒灌浆或浆锚搭接连接，竖向钢筋连接构造比较复杂、施工工艺要求高、装配质量控制难度大、工期较长、成本高，无法充分发挥装配式剪力墙结构的优势，建筑高度受到很大限制；也有采用钢管混凝土柱作为连接的设计，但钢管是非贯通连续的刚性连接，难以挥发钢管混凝土内嵌柱的抗弯能力，结构的整体性不强、面外偏心稳定性不高，从而严重降低装配式钢管混凝土剪力墙的抗震性能。
目前国内对预制装配式钢管混凝土边框剪力墙及其竖向钢筋连接方法进行了相关研究，但没有提出一种能从根本上显著改变预制装配式整体性和面外稳定性的技术方法，预制装配式钢管混凝土边框剪力墙结构的抗震性能受制于水平接缝连接技术。高层结构预制装配率是衡量未来我国建筑工业化发展水平的重要指标，发展并提出能适应于高层甚至超高层结构的预制装配式剪力墙成为迫切需求。
发明内容
本发明的目的在于克服上述现有技术的缺点和不足，提供一种预制装配式双钢管混凝土剪力墙及其装配方法。具有竖向连接快捷可靠、施工工艺简单、水平抗剪承载力高、整体性好、面外稳定性高、抗震性能好、施工工期短、大部分构件可标准化生产。
本发明通过下述技术方案实现：
一种预制装配式双钢管混凝土剪力墙，包括如下部件：
埋设在混凝土墙4内的外钢管3；
埋设在混凝土墙4内的由拉结钢筋9、竖向分布钢筋7和水平分布钢筋8交织构成的钢筋网；
所述外钢管3的上下端，部分伸出混凝土墙4的上部和下部；
所述外钢管3的内部套设有内钢管1；所述内钢管1内部填充有高强混凝土柱2；
所述外钢管3与内钢管1伸出混凝土墙4的部分，通过横向螺栓11径向贯穿固定，用于防止两者之间轴向和周向的相对运动。
所述外钢管3有若干根，成排并相互间隔埋设在混凝土墙4内。
所述外钢管3的外壁，沿着外钢管3轴向方向分布有若干抗剪环筋10。
所述混凝土墙4的下部间隔埋设有多个竖向钢筋套筒6，上部间隔埋设有多个竖向连接钢筋5。
所述外钢管3与内钢管1伸出混凝土墙4的部分长度为80mm～120mm。
各抗剪环筋10之间的间隔距离为500mm～1000mm。
预制装配式双钢管混凝土剪力墙在施工时的装配方法如下：
第一层的混凝土墙4的安装：
将混凝土墙4固结安装在地基现浇的钢筋混凝土基础上；
混凝土墙4下部外钢管3的外露部分埋入钢筋混凝土基础内；
第二层的混凝土墙4的安装：
将第二层的混凝土墙4下部的竖向钢筋套筒6与第一层的混凝土墙4上部的竖向连接钢筋5对接，即竖向钢筋套筒6插入竖向连接钢筋5内，此时外钢管3和内钢管1对位，然后焊接它们的接合处，并在外钢管3与内钢管1伸出混凝土墙4的部分，通过横向螺栓11径向贯穿固定，防止两者之间轴向和周向的相对运动；
楼板的安装：
在第一层的混凝土墙4的上缘面，即第一层和第二层的混凝土墙的之间，安装楼板12的预制部分，将楼板12的端部的预制钢筋与混凝土墙4连接；在第一层与第二层的混凝土墙4以及楼板12之间的衔接处，灌注混凝土完成座浆层施工，同时完成楼板12的现浇部分，使与楼板12相邻的上层和下层混凝土墙4形成整体；依次循环，完成整片预制装配式双钢管混凝土剪力墙。
每完成2至3层楼板的装配后，向内钢管1内灌注混凝土，以此类推。
本发明相对于现有技术，具有如下的优点及效果：
“部分预制、部分现浇”的装配式双钢管混凝土剪力墙，以“部分现浇”制作的内钢管1及其内的高强混凝土柱2作为连接相邻上下“部分预制”混凝土剪力墙的部件，使预制混凝土剪力墙模块形成一个完整的套装在钢管高强混凝土柱上整体，从而显著提高预制混凝土剪力墙结构的整体性、面外抗压稳定性；贯通连续的钢管高强混凝土柱具有较高的抗压、抗剪和抗弯能力，能显著提高预制混凝土剪力墙水平连接接缝处的水平抗剪能力和抗弯能力；由于提高了整体性、抗压稳定性，预制混凝土剪力墙具有很好的抗震耗能性能、冗余弹塑性变形能力，充分发挥混凝土剪力墙在高层结构应用中优势，提高预制装配式剪力墙结构的建造高度；采用贯通钢管高强混凝土柱，减少甚至取消竖向连接钢筋，简化施工工艺，保障预制装配式混凝土剪力墙施工质量。
附图说明
图1为本发明预制装配式双钢管混凝土剪力墙的横截面示意图。
图2为外钢管3与内钢管1的截面示意图。
图3为图1的B-B剖面结构示意图。
图4为上层和下层的混凝土墙4之间内外钢管连接局部放大示意图；图中F代表焊缝。
图5为图4的C-C剖面结构示意图。
具体实施方式
下面结合具体实施例对本发明作进一步具体详细描述。
实施例
如图1至5所示。本发明公开了一种预制装配式双钢管混凝土剪力墙，包括埋设在混凝土墙4(预制混凝土剪力墙)内的外钢管3；埋设在混凝土墙4内的由拉结钢筋9、竖向分布钢筋7和水平分布钢筋8交织构成的钢筋网；
所述外钢管3的上下端，部分伸出混凝土墙4的上部和下部；
所述外钢管3的内部套设有内钢管1；所述内钢管1内部填充有高强混凝土柱2；
所述外钢管3与内钢管1伸出混凝土墙4的部分，通过横向螺栓11径向贯穿固定，用于防止两者之间轴向和周向的相对运动。
所述外钢管3有若干根，成排并相互间隔埋设在混凝土墙4内。
所述外钢管3的外壁，沿着外钢管3轴向方向分布有若干抗剪环筋10。
所述混凝土墙4的下部间隔埋设有多个竖向钢筋套筒6，上部间隔埋设有多个竖向连接钢筋5。
所述外钢管3与内钢管1伸出混凝土墙4的部分长度为80mm～120mm。
各抗剪环筋10之间的间隔距离为500mm～1000mm。
内钢管1内的混凝土柱为施工现场浇筑。外钢管3以其2～6倍直径的间距布置。
所述外围带外钢管的混凝土剪力墙在工厂预制，运输到现场拼接，墙内配置竖向分布钢筋7和水平分布钢筋8构成的两片钢筋网，用拉结钢筋9拉结两片钢筋网，混凝土墙4上部预埋少量竖向连接钢筋5，下部预留少量竖向连接钢筋套筒6，墙体下部预留灌浆孔，嵌入混凝土墙4的外钢管3每隔500mm～1000mm的间距在圆周贴焊抗剪环筋10，嵌入墙体的外钢管3与混凝土墙4同步预制，外钢管3伸出墙体上下缘面80mm～120mm，并预留横向螺栓11紧固孔，外钢管3便于内钢管的混凝土柱穿过且有足够的滑动空间。
本发明预制装配式双钢管混凝土剪力墙在施工时的装配方法如下：
第一层的混凝土墙4的安装：
将混凝土墙4固结安装在地基现浇的钢筋混凝土基础上；
混凝土墙4下部外钢管3的外露部分埋入钢筋混凝土基础内；
第二层的混凝土墙4的安装：
将第二层的混凝土墙4下部的竖向钢筋套筒6与第一层的混凝土墙4上部的竖向连接钢筋5对接，即竖向钢筋套筒6插入竖向连接钢筋5内，此时外钢管3和内钢管1对位，然后焊接它们的接合处，并在外钢管3与内钢管1伸出混凝土墙4的部分，通过横向螺栓11径向贯穿固定，防止两者之间轴向和周向的相对运动；
楼板(预制叠合楼板)的安装：
在第一层的混凝土墙4的上缘面，即第一层和第二层的混凝土墙的之间，安装楼板12的预制部分，将楼板12的端部的预制钢筋与混凝土墙4连接；在第一层与第二层的混凝土墙4以及楼板12之间的衔接处，灌注混凝土完成座浆层施工，同时完成楼板12的现浇部分，使与楼板12相邻的上层和下层混凝土墙4形成整体；依次循环，完成整片预制装配式双钢管混凝土剪力墙。
每完成2至3层楼板的装配后，向内钢管1内灌注混凝土，以此类推。
如上所述，便可较好地实现本发明。
本发明的实施方式并不受上述实施例的限制，其他任何未背离本发明的精神实质与原理下所作的改变、修饰、替代、组合、简化，均应为等效的置换方式，都包含在本发明的保护范围之内。

Claims (8)

  1. 一种预制装配式双钢管混凝土剪力墙，其特征在于包括如下部件：
    埋设在混凝土墙(4)内的外钢管(3)；
    埋设在混凝土墙(4)内的由拉结钢筋(9)、竖向分布钢筋(7)和水平分布钢筋(8)交织构成的钢筋网；
    所述外钢管(3)的上下端，部分伸出混凝土墙(4)的上部和下部；
    所述外钢管(3)的内部套设有内钢管(1)；所述内钢管(1)内部填充有高强混凝土柱(2)；
    所述外钢管(3)与内钢管(1)伸出混凝土墙(4)的部分，通过横向螺栓(11)径向贯穿固定，用于防止两者之间轴向和周向的相对运动。
  2. 根据权利要求1所述预制装配式双钢管混凝土剪力墙，其特征在于：所述外钢管(3)有若干根，成排并相互间隔埋设在混凝土墙(4)内。
  3. 根据权利要求2所述预制装配式双钢管混凝土剪力墙，其特征在于：所述外钢管(3)的外壁，沿着外钢管(3)轴向方向分布有若干抗剪环筋(10)。
  4. 根据权利要求3所述预制装配式双钢管混凝土剪力墙，其特征在于：所述混凝土墙(4)的下部间隔埋设有多个竖向钢筋套筒(6)，上部间隔埋设有多个竖向连接钢筋(5)。
  5. 根据权利要求4所述预制装配式双钢管混凝土剪力墙，其特征在于：所述外钢管(3)与内钢管(1)伸出混凝土墙(4)的部分长度为80mm～120mm。
  6. 根据权利要求5所述预制装配式双钢管混凝土剪力墙，其特征在于：各抗剪环筋(10)之间的间隔距离为500mm～1000mm。
  7. 权利要求6所述预制装配式双钢管混凝土剪力墙在施工时的装配方法，其特征在于包括如下步骤：
    第一层的混凝土墙(4)的安装：
    将混凝土墙(4)固结安装在地基现浇的钢筋混凝土基础上；
    混凝土墙(4)下部外钢管(3)的外露部分埋入钢筋混凝土基础内；
    第二层的混凝土墙(4)的安装：
    将第二层的混凝土墙(4)下部的竖向钢筋套筒(6)与第一层的混凝土墙(4)上部的竖向连接钢筋(5)对接，即竖向钢筋套筒(6)插入竖向连接钢筋(5)内，此时外钢管(3)和内钢管(1)对位，然后焊接它们的接合处，并在外钢管(3)与内钢管(1)伸出混凝土墙(4)的部分，通过横向螺栓(11)径向贯穿固定，防止两者之间轴向和周向的相对运动；
    楼板的安装：
    在第一层的混凝土墙(4)的上缘面，即第一层和第二层的混凝土墙的之间，安装楼板(12)的预制部分，将楼板(12)的端部的预制钢筋与混凝土墙(4)连接；在第一层与第二层的混凝土墙(4)以及楼板(12)之间的衔接处，灌注混凝土完成座浆层施工，同时完成楼板(12)的现浇部分，使与楼板(12)相邻的上层和下层混凝土墙(4)形成整体；
    依次循环，完成各层整片预制装配式双钢管混凝土剪力墙的装配。
  8. 根据权利要求7所述预制装配式双钢管混凝土剪力墙在施工时的装配方法，其特征在于每完成2至3层楼板的装配后，向内钢管(1)内灌注混凝土，以此类推。
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* Cited by examiner, † Cited by third party
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CN109555112A (zh) * 2018-12-04 2019-04-02 中国建筑股份有限公司 一种结构叠合式地下连续墙及施工方法
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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20050009086A (ko) * 2003-07-15 2005-01-24 유승룡 조립식 전단벽체의 시공방법 및 그에 사용되는 벽부재
CN202073208U (zh) * 2011-04-28 2011-12-14 华南理工大学建筑设计研究院 一种钢管混凝土剪力墙
CN102561553A (zh) * 2012-03-05 2012-07-11 河北联合大学 预制钢管混凝土边框剪力墙及其施工方法
CN103790265A (zh) * 2014-01-28 2014-05-14 江苏建筑职业技术学院 一种预制装配式钢管混凝土芯柱加劲剪力墙的制作装配方法
CN204418422U (zh) * 2015-01-06 2015-06-24 深圳大学 一种混凝土组合剪力墙
CN106639040A (zh) * 2016-10-13 2017-05-10 哈尔滨工业大学 纵筋集束后灌注通长孔预制剪力墙及其构建方法
CN107060140A (zh) * 2017-05-24 2017-08-18 华南理工大学 一种预制装配式双钢管混凝土剪力墙及其装配方法

Family Cites Families (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH07139057A (ja) * 1993-11-15 1995-05-30 Tokyu Koken Kk 壁式プレキャスト鉄筋コンクリート造の接合法
JP2836005B2 (ja) * 1994-02-17 1998-12-14 株式会社シェルター 建築物
JPH1025840A (ja) * 1996-07-11 1998-01-27 Fujita Corp プレキャスト耐震壁を有する建物躯体の構築方法
CN101881056B (zh) * 2010-06-11 2011-12-07 北京工业大学 内分式叠合柱边框-双层钢板混凝土组合剪力墙及其制作方法
CN102127941B (zh) * 2010-12-10 2012-11-14 清华大学 一种钢管混凝土柱-双层钢板组合剪力墙及其施工方法
CN102409783B (zh) * 2011-11-28 2014-04-16 北京工业大学 底部双重叠合型钢混凝土边框内藏钢板剪力墙的作法
CN102409782A (zh) * 2011-11-28 2012-04-11 北京工业大学 底部带软钢套管钢管混凝土边框内藏钢板剪力墙及作法
CN106284844A (zh) * 2016-10-13 2017-01-04 沈阳建筑大学 一种中空夹层钢管混凝土叠合柱及其制备方法
CN106639052B (zh) * 2017-01-18 2022-07-15 陕西省建筑设计研究院有限责任公司 钢板混凝土剪力墙的装配式结构体系及其施工方法
CN206829416U (zh) * 2017-05-24 2018-01-02 华南理工大学 一种预制装配式双钢管混凝土剪力墙

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20050009086A (ko) * 2003-07-15 2005-01-24 유승룡 조립식 전단벽체의 시공방법 및 그에 사용되는 벽부재
CN202073208U (zh) * 2011-04-28 2011-12-14 华南理工大学建筑设计研究院 一种钢管混凝土剪力墙
CN102561553A (zh) * 2012-03-05 2012-07-11 河北联合大学 预制钢管混凝土边框剪力墙及其施工方法
CN103790265A (zh) * 2014-01-28 2014-05-14 江苏建筑职业技术学院 一种预制装配式钢管混凝土芯柱加劲剪力墙的制作装配方法
CN204418422U (zh) * 2015-01-06 2015-06-24 深圳大学 一种混凝土组合剪力墙
CN106639040A (zh) * 2016-10-13 2017-05-10 哈尔滨工业大学 纵筋集束后灌注通长孔预制剪力墙及其构建方法
CN107060140A (zh) * 2017-05-24 2017-08-18 华南理工大学 一种预制装配式双钢管混凝土剪力墙及其装配方法

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